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INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 2, No 2, 2011
© Copyright 2010 All rights reserved Integrated Publishing services Research article ISSN 0976 – 4399
Received on September, 2011 Published on November 2011 493
Solution of Shear Wall Location in MultiStorey Building Anshuman. S 1 , Dipendu Bhunia 2 , Bhavin Ramjiyani 3
1 Assistant Professor, Civil Engineering Group, BITS Pilani, Rajasthan, India 2 Assistant Professor, Civil Engineering Group, BITS Pilani, Rajasthan, India. 3 Higher Degree student, Civil Engineering Group, BITS Pilani, Rajasthan, India
ABSTRACT
Shear wall systems are one of the most commonly used lateralload resisting systems in high rise buildings. Shear walls have very high inplane stiffness and strength, which can be used to simultaneously resist large horizontal loads and support gravity loads, making them quite advantageous in many structural engineering applications. There are lots of literatures available to design and analyse the shear wall. However, the decision about the location of shear wall in multistorey building is not much discussed in any literatures.
In this paper, therefore, main focus is to determine the solution for shear wall location in multistorey building based on its both elastic and elastoplastic behaviours. An earthquake load is calculated and applied to a building of fifteen stories located in zone IV. Elastic and elastoplastic analyses were performed using both STAAD Pro 2004 and SAP V 10.0.5 (2000) software packages. Shear forces, bending moment and story drift were computed in both the cases and location of shear wall was established based upon the above computations.
Keywords: linear behaviour of shear wall, Nonlinear behaviour of shear wall, seismic analysis, STAAD Pro 2004 and SAP V 10.0.5 (2000)
Introduction
Reinforced concrete framed buildings are adequate for resisting both the vertical and the horizontal load acting on them. However, when the buildings are tall, beam and column sizes workout quite heavy, so that there is lot of congestion at these joint and it is difficult to place and vibrate concrete at these places, which fact, does not contribute to the safety of buildings. These practical difficulties call for introduction of shear wall. The term ‘shear wall’ is rather misleading as such a walls behave like flexural members. They are usually used in tall buildings and have been found to be of immense use to avoid total collapse of buildings under seismic forces. It is always advisable to incorporate them in buildings built in region likely to experienced earthquake of large intensity or high winds. The design of these shear wall for wind are design as simple concrete walls. The design of these walls for seismic forces requires special considerations as they should be safe under repeated loads. Shear walls may become imperative from the point of view of economy and control of lateral deflection. There are lots of literatures available [Cardan, B. (1961), Syngellakis et al. (1991), Wight et al. (1991), Qiusheng et al. (1994), White et al. (1995) and Rosowsky, D.V. (2002)] to design and analyse the shear wall. However, any of these literatures did not discuss much about the location of shear wall in multistorey building.
Hence, this paper has been described to determine the proper location of shear wall based on its elastic and elastoplastic behaviours. A RCC medium rise building of 15 stories subjected to earthquake loading in Zone IV has been considered. In this regard, both STAAD Pro 2004
Solution of Shear Wall Location in MultiStorey Building Anshuman. S, Dipendu Bhunia, Bhavin Ramjiyani
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and SAP V 10.0.5 (2000) software packages have been considered as two tools to perform. Shear forces, bending moments and storey drifts have been calculated to find out the location of shear wall in the building.
The plan of the building without shear wall as shown in Figure 1 has been considered to carry out the study. Both STAAD PRO 2004 and SAP V 10.0.5 (2000) software packages have been considered. The preliminary data as per the Table 1 is taken up for this study.
Figure 1: Plan of the Building without Shear Wall
Table 1: Preliminary Data
Zone IV External wall 250mm thick including Plaster
Ground storey height
4.0m From Foundation Internal wall 150mm thick
including Plaster Grade of Concrete and
steel M20 and Fe 415 Floor to floor height 3.35m
Size of exterior column 300×500 mm 2
Number of storeys FIFTEEN (G+14) Size of interior column 300×300 mm 2
Shear wall thickness 300 mm
Size of beams in longitudinal
and transverse direction 300×450 mm 2
Depth of slab 150 mm Ductility design IS:139201993
Loading consideration
Dead Load (DL) and Live load (LL) have been taken as per IS 875 (Part 1) (1987) and IS 875 (Part 2) (1987), respectively. Seismic load calculation has been done based on the IS 1893 (Part 1) (2002)’s approach.
Results and Discussions
It has been seen from Table 2 that the top deflection (when the seismic load direction is in the shorter dimension) has been exceeded the permissible deflection, i.e. 0.004 times the total height of the building [IS 1893 (Part 1) (2002)] in STAAD PRO 2004. It has been exceeded for the load combinations 1.5(DL+EQ) and 0.9DL+1.5EQ, respectively.
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Table 2: Maximum Deflection at the Roof without Shear Wall
Software Load
Combination
Calculated
Deflection
(mm)
Permissible Deflection
(mm)
[IS 1893 (Part 1)
(2002)]
1.2(DL+LL+EQ) 187.976
1.5(DL+EQ) 235.725 STAAD PRO 2004
0.9DL+1.5EQ 235.685
1.2(DL+LL+EQ) 158.71
1.5(DL+EQ) 198.4 SAP V 10.0.5
(2000) 0.9DL+1.5EQ 198.38
203.6
Similarly, bending moment and shear force were maximum at the ground level in 1 st and 12 th frames, respectively (Table 3).
Table 3: Maximum Bending Moment and Maximum Shear Force at the Ground Level without Shear Wall
Frame No. Software Load Combination
Calculated Bending Moment (kNm)
Calculated Shear Force
(kN) 1.2(DL+LL+E
Q) 238.041 110.49
1.5(DL+EQ) 294.134 136.43 STAAD PRO
2004 0.9DL+1.5EQ 288.096 133.26 1.2(DL+LL+E
Q) 236.98 113.67
1.5(DL+EQ) 296.06 142.04
1 st and 12 th
SAP V 10.0.5 (2000)
0.9DL+1.5EQ 302.65 145.26
Hence, for the above reason shear wall was provided in 1 st and 12 th frames, respectively (Figure 2).
Figure 2: Plan of the Building with Shear Wall in 1st and 12th frames
It has been observed from Table 4 that the roof deflection was well within the permissible limit for all cases after providing the shear wall in 1 st and 12 th frames, respectively.
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Table 4: Maximum Roof Deflection after Providing Shear Wall in the 1 st and 12 th Frame
Calculated Deflection (mm) Software Load
Combination Without
Shear Wall With Shear
Wall
Permissible Deflection (mm)
[IS 1893 (Part 1) (2002)]
1.2(DL+LL+E Q) 187.976 123.59
1.5(DL+EQ) 235.725 154.49 STAAD PRO
2004 0.9DL+1.5EQ 235.685 151.49 1.2(DL+LL+E
Q) 158.71 91.4
1.5(DL+EQ) 198.4 114.29 SAP V 10.0.5
(2000) 0.9DL+1.5EQ 198.38 114.29
203.6
It has also seen from Table 5 that both bending moment and shear force were increased at the ground level in 1 st and 12 th frames after providing shear wall in 1 st and 12 th frames.
Table 5: Maximum Bending moment and Shear Force at the Ground Level after providing Shear Wall in the 1 st and 12 th Frame
Software Load Combination
Calculated Bending Moment
(kNm)
Calculated Shear Force (kN)
1.2(DL+LL+E Q) 698.24 337.97
1.5(DL+EQ) 861.27 416.28 STAAD PRO 2004
0.9DL+1.5EQ 854.41 412.29 1.2(DL+LL+E
Q) 630.90 308.57
1.5(DL+EQ) 778.78 380.24 SAP V 10.0.5 (2000)
0.9DL+1.5EQ 779.73 381.03
Further, shear walls have been provided in the interior frames, i.e. 6 th and 7 th frames as per the following figure 3.
Figure 3: Plan of the Building with Shear Wall in 6th and 7th frames
It has been seen from the Table 6 that roof deflection was well within the permissible deflection for all cases after providing the shear wall in 6 th and 7 th frames, respectively.
Solution of Shear Wall Location in MultiStorey Building Anshuman. S, Dipendu Bhunia, Bhavin Ramjiyani
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Table 6: Maximum Roof Deflection after Providing Shear Wall in the 6 th and 7 th Frame
Calculated Deflection (mm) Software Load
Combination Without Shear
Wall With Shear
Wall
Permissible Deflection (mm) [IS 1893 (Part 1)
(2002)]
1.2(DL+LL+E Q) 187.976 106.47
1.5(DL+EQ) 235.725 133.08 STAAD PRO
2004 0.9DL+1.5EQ 235.685 135.47 1.2(DL+LL+E
Q) 158.71 84.72
1.5(DL+EQ) 198.4 105.91 SAP V 10.0.5
(2000) 0.9DL+1.5EQ 198.38 105.91
203.6
It has also seen from Table 7 that both bending moment and shear force were increased at the ground level in 6 th and 7 th frames after providing shear wall in 6 th and 7 th frames.
Table 7: Maximum Bending Moment and Maximum Shear Force at the Ground Level after providing Shear Wall in the 6 th and 7 th Frame
Software Load Combination Calculated Bending
Moment (kNm)
Calculated Shear Force (kN)
1.2(DL+LL+EQ) 665.76 324.51 1.5(DL+EQ) 809.79 394.28
STAAD PRO 2004
0.9DL+1.5EQ 803.14 389.25 1.2(DL+LL+EQ) 574.87 281.61 1.5(DL+EQ) 732.90 360.92
SAP V 10.0.5 (2000) 0.9DL+1.5EQ 729.19 358.67
Elastoplastic analysis
Mahin and Bertero (1976) employed the widecolumn frame analogy to assess the importance of the strength and stiffness of the coupling beams on the elastic and nonlinear, static, and dynamic responses of multistory, coupled shearwall models to severe earthquake excitation. In wide column frame analogy shear wall has been modeled as a wide column having same dimension of shear wall and shear wall is connected to frame by connecting beam. Here shear walled frame has been modeled in SAP 2000 vs. 10 in which nonlinear analysis is done by using inbuilt coefficient given by FEMA 356 (FEDERAL EMERGENCY MANAGEMENT AGENCY) provisions. According to FEMA 356 the displacement of maximum displaced column is restricted by 4% of height. Analysis is done for the design earthquake which has the probability of occurrence is 100years and obtains the performance point. Performance point gives the value of maximum displacement of column which occurs for design earth quake intensity for particular zone i.e. zone IV. Resultant base sheardisplacement curve has been obtained for structure, which shows behavior of structure with respect to base shear.
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Figure 3: Graph showing Hinge Formation Levels
In analysis hinge formation has been also been observed. Hinge formation levels are divided as yield level (B), immediate occupancy level (IO), life safety level (LS), collapse level (CP), full collapse level (E) [Figure 3]. At the immediate occupancy level structures have no sever damage and structures can be used for further life of structure. Life safety level indicates there will not be any casualty due to earthquake but structure cannot be used for further living. At collapse level member will start to collapse and full collapse member will already collapse.
The elastic analysis has been extended to elastoplastic analysis as per the criterion discussed above. SAP2000 v10.0.5 software package has been considered to carry out this analysis. Table 8 is showing the base shear and roof displacement at the performance point. It has been observed that the performance point for both the conditions (Shear Wall provided in the 6 th and 7 th Frames and Shear Wall provided in the 1 st and 12 th Frames) is lying within the IO level.
Capacity Spectrum
Capacity spectrum is obtained as per IS 1893:2002 for Zone IV with medium soil.
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Figure 4: Capacity Spectrum for shear wall in in 6 th and 7 th frame
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Figure 5: Capacity Spectrum for shear wall in in 1 st and 12 th frame
Table 8: Base shear vs. Roof displacement at the performance point Parameters
Conditions Base Shear (kN) Roof Displacement (mm)
Shear Wall provided in the 6 th and 7 th Frames 912.677 0.0434
Shear Wall provided in the 1 st and 12 th Frames 865.357 0.326
Graph shows that in Nonlinear analysis performance point is small i.e. the behaviour of the structure is within the elastic limit. Hence linear analysis is adequate for this structure.
Results for Shear wall in 6 th and 7 th frames
It has also seen from Table 9 that shear force was increased at the ground level in 6 th and 7 th frames after providing shear wall in 6 th and 7 th frames.
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Table 9: Shear force for Shear wall in 6 th and 7 th frames Shear force in shear wall for load combination
PUSH 2 (In kN ) Step 0 Step 1 Storey Level
Height (m) Shear wall
1 Shear wall
2 Shear wall 1 Shear wall 2
Roof level 52.40 6.608 6.608 36.369 49.586 14 th 14 th Level 49.05 + 6.608 + 6.608 + 36.369 + 49.586 14 th Level 49.05 6.104 6.104 85.000 97.207 13 th 13 th Level 45.70 + 6.104 + 6.104 + 85.000 + 97.207 13 th Level 45.70 6.714 6.714 132.821 146.249 12 th 12 th Level 42.35 + 6.714 + 6.714 + 132.821 +146.249 12 th Level 42.35 6.983 6.983 181.334 195.299 11 th 11 th Level 39.00 + 6.983 + 6.983 + 181.334 + 195.299 11 th Level 39.00 7.208 7.208 230.157 244.574 10 th 10 th Level 35.65 + 7.208 + 7.208 + 230.157 + 244.574 10 th Level 35.65 7.383 7.383 279.180 293.948 9 th 9 th Level 32.30 + 7.383 + 7.383 + 279.180 + 293.948 9 th Level 32.30 7.523 7.523 328.266 343.312 8 th 8 th Level 28.95 + 7.523 + 7.523 + 328.266 + 343.312 8 th Level 28.95 7.625 7.625 377.267 392.516 7 th 7 th Level 25.60 + 7.625 + 7.625 + 377.267 + 392.516 7 th Level 25.60 7.676 7.676 426 441.358 6 th 6 th Level 22.25 + 7.676 + 7.676 + 426 + 441.358 6 th Level 22.25 7.651 7.651 474.242 489.544 5 th 5 th Level 18.90 + 7.651 + 7.651 + 474.242 + 489.544 5 th Level 18.90 7.509 7.509 521.617 536.635 4 th 4 th Level 15.55 + 7.509 + 7.509 + 521.617 + 536.635 4 th Level 15.55 7.187 7.187 567.604 581.977 3 rd 3 rd Level 12.20 + 7.187 + 7.187 + 567.604 + 581.977 3 rd Level 12.20 6.563 6.563 611.447 624.572 2 nd 2 nd Level 8.85 + 6.563 + 6.563 + 611.447 + 624.572 2 nd Level 8.85 5.666 5.666 651.843 663.174 1 st 1 st Level 5.50 + 5.666 + 5.666 + 651.843 + 663.174 1 st Level 5.50 2.261 2.261 689.286 693.808
Ground Ground Level 1.50 + 2.261 + 2.261 + 689.286 + 693.808
Ground Level 1.50 2.158 2.158 727.732 732.047
Footing Footing Level 0 + 2.158 + 2.158 + 727.732 + 732.047
It has also seen from Table 10 that bending moment was increased at the ground level in 6 th and 7 th frames after providing shear wall in 6 th and 7 th frames.
Table 10: Bending moment for Shear wall in 6 th and 7 th frames
Bending Moment in shear wall for load combination PUSH 2 (In kN )
Step 0 Step 1 Storey Level Height (m)
Shear wall Shear wall Shear wall 1 Shear wall 2
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1 2 Roof level 52.40 + 11.782 + 11.782 + 63.369 + 86.932 14 th
14 th Level 49.05 10.356 10.356 58.467 79.179 14 th Level 49.05 + 9.929 + 9.929 + 145.893 + 165.751 13 th 13 th Level 45.70 10.520 10.520 138.854 159.894 13 th Level 45.70 + 11.171 + 11.171 + 225.789 + 248.131 12 th 12 th Level 42.35 11.321 11.321 219.162 241.805 12 th Level 42.35 + 11.623 + 11.623 + 306.858 + 330.104 11 th 11 th Level 39.00 11.769 11.769 300.612 324.151 11 th Level 39.00 + 12.018 + 12.018 + 388.278 + 412.315 10 th 10 th Level 35.65 12.128 12.128 382.753 407.007 10 th Level 35.65 + 12.322 + 12.322 + 469.905 + 494.549 9 th 9 th Level 32.30 12.412 12.412 465.355 490.178 9 th Level 32.30 +12.566 +12.566 + 551.499 + 576.631 8 th 8 th Level 28.95 12.636 12.636 548.193 573.465 8 th Level 28.95 + 12.748 + 12.748 + 632.814 + 656.311 7 th 7 th Level 25.60 12.795 12.795 631.029 656.618 7 th Level 25.60 + 12.851 + 12.851 + 713.536 + 739.237 6 th 6 th Level 22.25 12.863 12.863 713.585 739.312 6 th Level 22.25 + 12.835 + 12.835 + 793.225 + 818.896 5 th 5 th Level 18.90 12.796 12.796 795.485 821.077 5 th Level 18.90 + 12.638 + 12.638 + 871.226 + 896.502 4 th 4 th Level 15.55 12.517 12.517 876.193 901.227 4 th Level 15.55 + 12.159 + 12.159 + 946.551 + 970.869 3 rd 3 rd Level 12.20 11.916 11.916 954.922 978.754 3 rd Level 12.20 + 11.227 + 11.227 + 1017.803 + 1040.258 2 nd 2 nd Level 8.85 10.757 10.757 1030.546 1052.061 2 nd Level 8.85 + 9.732 + 9.732 + 1084.901 + 1104.372 1 st 1 st Level 5.50 9.248 9.248 1098.766 1117.263 1 st Level 5.50 + 5.567 + 5.567 + 1354.254 + 1365.388
Ground Ground Level 1.50 3.475 3.475 1402.894 1409.844
Ground Level 1.50 + 2.215 + 2.215 + 457.035 + 461.465
Footing Footing Level 0 1.021 1.021 634.563 636.606
It has been seen from the Table 11 that roof deflection was well within the permissible deflection for all cases after providing the shear wall in 6 th and 7 th frames, respectively.
Table 11: Storey drift of shear wall in 6 th and 7 th frames
STOREY NO.
Height ( m )
Storey Drift of shear wall for load combination PUSH 2 (mm)
Solution of Shear Wall Location in MultiStorey Building Anshuman. S, Dipendu Bhunia, Bhavin Ramjiyani
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Step 0 Step 1 ROOF 52.40 0.0030 194 14 TH 49.05 0.0002 170 13 TH 45.70 0.0002 139.8 12 TH 42.35 0.0001 134 11 TH 39.00 0.0000 127..4 10 TH 25.65 0.0000 119.9 9 TH 32.30 0.0000 111.6 8 TH 28.95 0.0000 102.6 7 TH 25.60 0.0000 92.7 6 TH 22.25 0.0000 82.2 5 TH 18.90 0.0000 70.9 4 TH 15.55 0.0000 59.1 3 RD 12.20 0.0000 46.9 2 ND 8.85 0.0000 34.2 1 ST 5.50 0.0000 21.3
GROUND 1.50 0.0000 1.5
Results for Shear wall in 1 st and 12 th frames
It has also seen from Table 12 that shear force was increased at the ground level in 1 st and 12 th frames after providing shear wall in 1 st and 12 th frames.
Table 12: Shear force for shear wall in 1 st and 12 th frame
Shear force in shear wall for load combination PUSH 2 (In kN )
Step 0 Step 1 Storey Level Height (m) Shear wall
1 Shear wall
2 Shear wall 1 Shear wall 2
Roof level 52.40 6.179 6.179 22.726 35.795 14 th 14 th Level 49.05 + 6.179 + 6.179 + 22.726 + 35.795 14 th Level 49.05 2.129 2.129 59.632 63.918 13 th 13 th Level 45.70 + 2.129 + 2.129 + 59.632 + 63.918 13 th Level 45.70 2.705 2.705 91.758 91.173 12 th 12 th Level 42.35 + 2.705 + 2.705 + 91.758 + 91.173 12 th Level 42.35 2.799 2.799 124.576 130.178 11 th 11 th Level 39.00 + 2.799 + 2.799 + 124.576 + 130.178 11 th Level 39.00 2.935 2.935 157.513 163.380 10 th 10 th Level 35.65 + 2.935 + 2.935 + 157.513 + 163.380 10 th Level 35.65 3.055 3.055 190.516 196.623 9 th 9 th Level 32.30 + 3.055 + 3.055 + 190.516 + 196.623 9 th Level 32.30 3.165 3.165 223.456 229.782 8 th 8 th Level 28.95 + 3.165 + 3.165 + 223.456 + 229.782 8 th Level 28.95 3.256 3.256 256.192 262.701 7 th 7 th Level 25.60 + 3.256 + 3.256 + 256.192 + 262.701 7 th Level 25.60 3.316 3.316 288.553 295.182 6 th 6 th Level 22.25 + 3.316 + 3.316 + 288.553 + 295.182 6 th Level 22.25 3.325 3.325 320.312 326.960 5 th 5 th Level 18.90 + 3.325 + 3.325 + 320.312 + 326.960
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5 th Level 18.90 3.257 3.257 351.159 357.670 4 th 4 th Level 15.55 + 3.257 + 3.257 + 351.159 + 357.670 4 th Level 15.55 3.074 3.074 380.655 386.802 3 rd 3 rd Level 12.20 + 3.074 + 3.074 + 380.655 + 386.802 3 rd Level 12.20 2.702 2.702 408.206 413.608 2 nd 2 nd Level 8.85 + 2.702 + 2.702 + 408.206 + 413.608 2 nd Level 8.85 2.234 2.234 432.798 736.366 1 st 1 st Level 5.50 + 2.234 + 2.234 + 432.798 + 736.366 1 st Level 5.50 0.388 0.388 454.607 455.384
Ground Ground Level 1.50 + 0.388 + 0.388 + 454.607 + 455.384
Ground Level 1.50 1.632 1.632 477.792 474.527
Footing Footing Level 0 + 1.632 + 1.632 + 477.792 + 474.527
It has also seen from Table 13 that bending moment was increased at the ground level in 1 st and 12 th frames after providing shear wall in 1 st and 12 th frames.
Table 13: Bending moment for shear wall in 1 st and 12 th frame Bending Moment in shear wall for load combination
PUSH 2 (In kN ) Step 0 Step 1 Storey Level
Height (m) Shear wall
1 Shear wall
2 Shear wall 1 Shear wall 2
Roof level 52.40 + 13.361 + 13.361 + 37.465 + 65.808 14 th 14 th Level 49.05 7.338 7.338 38.668 54.107 14 th Level 49.05 + 3.144 + 3.144 + 102.956 109.291 13 th 13 th Level 45.70 3.989 3.989 96.811 104.835 13 th Level 45.70 + 4.529 + 4.529 + 156.377 165.444 12 th 12 th Level 42.35 4.531 4.531 151.013 160.086 12 th Level 42.35 + 4.646 + 4.646 + 211.267 +220.565 11 th 11 th Level 39.00 4.731 4.731 206.064 215.529 11 th Level 39.00 + 4.880 + 4.880 + 266.199 + 275.958 10 th 10 th Level 35.65 4.951 4.951 261.487 271.367 10 th Level 35.65 + 5.084 + 5.084 + 321.148 + 331.311 9 th 9 th Level 32.30 5.151 5.151 317.079 327.376 9 th Level 32.30 + 5.272 + 5.272 + 375.891 386.428 8 th 8 th Level 28.95 5.331 5.331 372,689 383.342 8 th Level 28.95 + 5.431 + 5.431 + 430.188 + 441.045 7 th 7 th Level 25.60 5.476 5.476 428.056 439.004 7 th Level 25.60 + 5.542 + 5.542 + 483.739 + 494.819 6 th 6 th Level 22.25 5.566 5.566 482.914 494.040 6 th Level 22.25 + 5.575 + 5.575 + 536.142 + 547.288 5 th 5 th Level 18.90 5.564 5.564 536.905 548.028 5 th Level 18.90 + 5.487 + 5.487 + 586.833 + 597.804 4 th 4 th Level 15.55 5.422 5.422 589.551 600.392 4 th Level 15.55 + 5.219 + 5.219 + 635.012 + 645.447 3 rd 3 rd Level 12.20 5.079 5.079 640.183 650.338 3 rd Level 12.20 + 4.669 + 4.669 + 679.624 + 688.962 2 nd 2 nd Level 8.85 4.381 4.381 687.866 696.626
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2 nd Level 8.85 + 3.840 + 3.840 + 720.792 + 728.471 1 st 1 st Level 5.50 3.643 3.643 729.081 736.366 1 st Level 5.50 + 1.519 + 1.519 + 891.424 + 894.463
Ground Ground Level 1.50 0.035 0.035 927.003 927.073
Ground Level 1.50 + 1.861 + 1.861 + 288.393 + 284.671
Footing Footing Level 0 0.587 0.587 428.294 427.119
It has been seen from the Table 14 that roof deflection was well within the permissible deflection for all cases after providing the shear wall in 1 st and 12 th frames, respectively.
Table 14: Storey drift of shear wall in 1 st and 12 th frame
Storey Drift of shear wall for load combination PUSH 2 (mm)
STOREY NO.
Height ( m )
Step 0 Step 1 ROOF 52.40 0.0031 102.9 14 TH 49.05 0.0017 100.1 13 TH 45.70 0.0004 96.7 12 TH 42.35 0.0000 92.7 11 TH 39.00 0.0000 88.1 10 TH 25.65 0.0000 83.0 9 TH 32.30 0.0000 77.2 8 TH 28.95 0.0000 70.9 7 TH 25.60 0.0000 64.0 6 TH 22.25 0.0000 56.7 5 TH 18.90 0.0000 48.8 4 TH 15.55 0.0000 40.6 3 RD 12.20 0.0000 32.1 2 ND 8.85 0.0000 23.4 1 ST 5.50 0.0000 14.5
GROUND 1.50 0.0000 1.0
Conclusions
The above study shows the idea about the location for providing the shear wall which was based on the elastic and inelastic analyses in this paper.
It has been observed that the top deflection was reduced and reached within the permissible deflection after providing the shear wall in any of the 6 th & 7 th frames and 1 st and 12 th frames in the shorter direction.
Solution of Shear Wall Location in MultiStorey Building Anshuman. S, Dipendu Bhunia, Bhavin Ramjiyani
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It has been also observed that the both bending moment and shear force in the 1 st and 12 th frame were reduced after providing the shear wall in any of the 6 th & 7 th frames and 1 st and 12 th frames in the shorter direction.
It has been observed that the in inelastic analysis performance point was small and within the elastic limit.
Thus result obtained using elastic analyses are adequate.
Hence, it can be said that shear wall can be provided in 6 th and 7 th frames or 1 st and 12 th frames in the shorter direction.
References
1. Bureau of Indian Standards: IS875, part 1 (1987), dead loads on buildings and Structures, New Delhi, India.
2. Bureau of Indian Standards: IS875, part 2 (1987), live loads on buildings and Structures, New Delhi, India.
3. Bureau of Indian Standards: IS1893, part 1 (2002), “Criteria for Earthquake Resistant Design of Structures: Part 1 General provisions and Buildings”, New Delhi, India.
4. Bernhard Cardan (September 1961), “Concrete Shear Walls Combined with Rigid Frames in Multistory Buildings Subject to Lateral Loads”, Journal of American Concrete Institute, 58, pp 299316,
5. Li Qiusheng, Cao hong and Li Guiqing “analysis of free vibrations of tall buildings” ASCE.
6. David V. Rosowsky (November 2002), “Reliabilitybased seismic design of wood shear walls” Journal of Structural Engineering” ASCE.
7. SAP2000: Advanced 10.0.5 (2006), static and Dynamic Finite Element Analysis of Structures, Computers and Structures Inc., Berkeley, CA.
8. Stavros Syngellakis' and Idris A. Akintilo (1991), “nonlinear dynamics of coupled shear walls using transfer matrices” ASCE.
9. Maurice W. White and J. Daniel Dolan (1995), “Nonlinear shear wall analysis” Technical Notes, Journal of Structural Engineering” ASCE.
10. John Bolander Jr. and James K. Wight (1991), “Finite element modeling of shearwall dominant buildings” ASCE.